ML20091D662
| ML20091D662 | |
| Person / Time | |
|---|---|
| Site: | Arkansas Nuclear  |
| Issue date: | 10/15/1991 |
| From: | Darrell Adams ENTERGY OPERATIONS, INC. |
| To: | |
| Shared Package | |
| ML20091D658 | List: |
| References | |
| 91-E-0094-01, 91-E-0094-01-R03, 91-E-94-1, 91-E-94-1-R3, NUDOCS 9110280157 | |
| Download: ML20091D662 (39) | |
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r-l TABLE OF CONTENTS Page Tabic of Contents 1
2 Purpose I
References gg Q
Notes and Assumptions 3
Calculation 4 - 18 Conclusion 19 1
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PURPOSE:
To evaluate and perform shipping cask drop analysis for the concrete floor area above the ANO-1 Control Room, with and/or without hexagonal honeycomb, using the following data:
- Shipping cask diameter = 712 mm = 28"
. nipping cask weight = 17 Ton, use 35 kips
- maximum drop = 9" DESIGN APPROACH:
Using Bechtel Topical Report BC-TOP-9A,ic Energy Formulas Rev.
2, an w
analysis willaperformed ntilizing Kinet to determine the true Kinetic Energy the slab may absorb.
Steps-in this analysis are:
- 1) Establish four different loading cases taken for this analysis,_page 3 to Page 4 ct,
- 2) Determine the combined moment of inertia for the structure, page gf to page G,
- 3) Calculate the maximum moment Mu capacity cf the slab for all four (4) cases, page g Ato page sb.
- 4) Calculate'the ultimate load (Pu) based on Mu for each of the four cases, page ? to page 6,
- 5) Calculate the deflection Su) based on Pu for each of the four cases, page 7 to page f,
- 6) Calculate the ultimate shear capacity of the slab, Vmax. based on concrete / reinforcement strength, page 64 to page 6fA.
"1 ) Calculate _the maximumePs to cause Vmax. for each of the four (4) cases, page rs to pageyA
- 8) Calculate the deflection due Ps and compare with deflections due to Pu and deau weight of slab, for each cases. page l acto page @ O(.
e of the four (4)
- 3) Check bond stress at the face of concrete wall, page 4 b to page (b,
- 10) Plot the deflection VR load curve to calculate the kinetic energy for each of the four (4) cases, page to page /0 C,
- 11) Cal ulation of maximum drop height of cask that the slab can take based on equivalency of strain energy to kinetic energy, page // to page ragt.
CALCULATION NUMBER dEhenMt o
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DESIGN APPROACH: (cont.)
12). Calculation of the required energy absorption material required for l9" cask drop, page / g to page /3,
- 13) Calculation of the safety factors using the max, tion allowed height drop without any energy absorp/(,,
material for all four cases, page/4 to page
- 14) Calculation of the safety factors using 3" energy absorption material with 9" cask drop, page / 7 to page/8, REFT.RENCES:
1)' ACI 318-77
- 2) ACI 318-63
- 3) Topical Report BC-TOP-9A Rev. 2 gA
- 4) Civil Calculation No. 88 Book 26, Pg. J23-J26 &
J70-J78
- 5) Civil Calculation No. 11406-130
- 6) Reinforced Concrete Design by Wang & Salmon, Third Ed
- 7) Drawing No. C-206' Rev. 16
- 8) Drawing No. C-212 Rev. 9 s
- 9) AISC Eighth Edition
- 10) Design _of Concrete Structures by Winter & Nilson
- 11) Calculation NO. 83-D-2200-11 Pg. 124 of 555
- 12) Specification 6600-C-302 1
I
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NOTES AND ASSUMPTIONS (Ref. no. 11) 1)
f'
= 4850 psi 0 28 days (Pour No. 517))
517 (Ref. no. 11)-
f'c f'c = 6230 psi 0 90 days (Pour No.c = 6230 X 1.1 = 6850 psi 0.4 ye
-Use f'28300 psi per mil. test report 6500 psi 0 4 years (Conservative
=
(Ref. no. 5)
F
=
y
- 2) This calculation is to qualify the slabs betweenand the north face of the cask Pit Column Lines B, C,
which is located 3 feet north of Column Line D, and and 5. The span length between B and C Column Lines 4 is 27 feet. The span between C and the north face of the Cask Pit is 24 feet. Four cases were considered
)
in this calculation:
Span length = 24 feet and the cask drop-l Case # 1 :
location is at a distance equal to the effected depth of the slab from the face of the wall.
I Span length = 27 feet and the cask drop Case f 2 :
location is at a distance equal to the effected depth
)
of the slab from the face of the wall.
Case # 3 : Span length = 24 i
,t and the cask drop location is at Mid Span.
Span length = 27 feet and the cask drop-case # 4 :
location is at Hid Span.
These four (4) loading cases will provide worst l
condition stress in the slab for each load drop.
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I CASE # 1 & 2 X = h ( DIA. OF CASK) = \\ (28") = 1.4" =
l'-2" (Ref. Pg. 2) t = Slab Thickness = 3'-6" = 42" (Ref, #7& 8) g-
/
d = Effective Depth = t - 4" = 42" - 4" = 38" (Ref. #7 & 8)
Reinforcing Rebars:
This slab has Top and Bottom reinforcing rebars. To be conservative, ignore the Top rebars. Bottom rebars are 3 # 11 per foot.
(Ref. #7 & 8)
- 5 s',irrups 0 3 8 -10" in E-W (Ref. #7 & 8)
- 5 y,tirrups 0 2'-0" in N-S (Ref. #7 & 8)
For this case, the critical location for moment and shear is 9 a distance d from the face of the wall and the load is located at a distance (d') from the center of the wall d' = X+d+\\ wall thickness d'=
1'-2"
+
3'-2"
+ 1'-6" = 5'-10" Used distance d'
=
6'-0" from the center of the wall.
L = 24' for Case # 1 L = 27' for Case i 2
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(28")
X = \\ ( DIA. OF CASK)
=
=
t = Slab Thickness = 3'-6" = 42" (Ref. #7 & 8)
-d - Effective Depth = t - 4"'= 42" - 4" = 38" (Ref. #7 & 8)
Reinforcing Rebars:
This slab has Top and Bottom reinforcing rebars. To be conservative, ignore the Top rebars. Bottom robars are 3 # 11 per foot.
(Ref. # 7 & 8)
- 5 stirrups 0 3'-10" in E-W (Ref..# 7 & 8)
- 5 stirrups 0 l'-0" in N-S (Ref. #7 & 8)
For this case, the critical location for moment is O mid span and the critical location for shear is 0 a distance d from the face of the wall qr at a dis.tance (d') from the center of the wall.
'd'
= a + \\ wall thickness d'= 3'-2" + 1'-6"
=
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1, Sec. 11.1.3.1)
L = 24' for Case # $
L = 27 ' for Case # $
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Ck S G # 1- ~ l =. 2 *7 ' 6A : $ l' U S ING 8 9,@ o x) pq, gb 4 (1 x'2 ~1 ' x 9, 54 ts' t/m) 4,1 x 4 54 4 s' r/m.. & 9I 6 I? Mot /7 x l W = 8 2 8. I kips 'CifSG # 3 & 4 h 44/VJ J kt k P'"' i p D l C A llu lM rs 7W C - rA/t=H L 8 l-d' WVfAJ TN6 LpAfb (S rtup S/A.e.i $ du e. Oo Ys fs (b g s. 9, u%. z. v y = _.~ t.J. Q Y ) - (f.gyr N, s. n c.) 0l$ ve 1*o D u.' = 1 b Lo,( d ') V~ < x 6 q J f6 k t/ 5 = 4 .CALP K '3 ' + 9 s S4 6 . 4,b) : 6 9)> % X)fs
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- 9) -E- 0094 - o (
ARKANSAS 3 M/#/9/ Th N NUCLEAR PAGE REV. DATE BY CIIK'D ONE NUMBER 4+T OF / N__.
= l CA LculA-T> Or' { COM' A) c.HS C K d O,vD S TAES S pACG 0F ColVN h We< :- Q 9.S VfE Q ggOPS3 WM cl h Td d b s V: 69M G + ow. Q,qegg(, lee. 6,3, t d: d i.s /, d j'rva The yJxtc (4.G.2 ( Trag 4, 9. L. s.:.c, w w' A= /Y :.OO O f* E A A S .3 ( g e 4 ; A :)
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.a n T- [ (lp8o,1s 5 lo - f --(g sp, / "), /4 I J l k / 5~ / / .kc / / / / ,(c1.sd. pl &--.1 / N. I c.1 c.3 h hH) l-O A D Vy. 3 EF L 6c7/o u (CASG r 1) TUS SHAD &D AAEA is = J o 7" G k' ins n e fmEA 6; y 7%'AT 7M6 /) ham M>v AB C o v.1 Ch? CMGkz Q24Af $ eni CALCULATION NUMBER Oper 91 o v c/ 9 - O / 3 /8//8/i/ M Y12 NL L A t PAGE f REV. DATE BY CIIK'D ONE NUMBER JOA.OF I4 ~ 4
nu~~- l '.s: 4 g.... ((923.,.wo) I m 4 gs M - g ig -- D s .V / / gy. s 4, 0243) / e,\\ 0L 0, 5 04 b ()h) CAss yj kwgnc Gygagy WB C M D f b.4 A r n i-4 enimy CALCULATION NUMBER opwations 91 - E - 009 9 -0 ) ~ ARKANSAS 3 'IN/#N/ d IN NUCLEAll PAGE l REY. DATE BY CIIK'D ONE NUMBEll /#S_OF /i l
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C A L C U L AT*IOAI ( C o u /-} JZ A L Low AAL C HEI6 HT of 'bA o P M': 29L { #cfL e 3 ) SA S'SD vJ )t a e l/,5 .: 2: Ash r7Wt Kw <1',t'e tvc fly }; M) A x. H 6/ GH7~ 35Y M/l t c oF CMIi tdm: S Me A ve rag e ef9edi v. mss s c M)#1 NI (DAt2T)(Dy + 7 T\\ ( 66.1-/ f) e c i n.c.L G, o;,_- 3 /': 2..r.3qg. ) Si4e-t Ihg csk /r t 0 Y (TT ('D +'LT ) % Mt: b A uJ ke r t R = u) eis L 1 Pev t4n l} VG ( usm e oFCoacreh..lcY4 T~ D >'c N n c.r t d5 ftGCA 86: 'If X L{ y 17~ ( 9 3 3 + .5 4 Ip)g : 35 & ~0 I dlh CALCULATION NUMBER ent,y Operations gj-6 009t+ - 0 l I ARKANSAS O I'/// 9) M A'<M NUCLEAR PAGE REV. DATE BY CIIK'D ONE NUMBER // /- OF
a ct?tcalce.fid.a ;(cod h Ni = !~' d~ ( A e 9-p 2 se y-8) A (N + W e { kl e'6NC d'UGM f 6 5 57AAM) 6A!&Aey = = so no.a u c&,ne->se) Fu 4M &.e I, L = :w' > L GA O @ d;i&.b. A 0 = Yt. { C 2 8, f-C4.Th} {.:)Zl"-4 0// b 6.C :.- k (M t 2 ) 3 e e /?1J: 4 I gj:- . - 4t s, f 'A ( 70 > 4 ) .=4 ) ? > L'78 h = 9'S i f L L4$ )) PGA CAls .w' 2 ( p gipc, 7Alg S,.jp e & Gj sf$ CAJG FI [Y W Y c jl(g3 g, f 4 i,3 /) ( 191- S b ) (2 T+31_d ) Te l / 7, 2 7 7 h = G S. Ce> h 7, f ~ ~ 49b CALCULATION NUMBER eni, gy Operations 9)-C-0094 -O / AltKANSAS /8//#/9/ N NUCI. EAR PAGE llEV. DATE BY CIIK'D ONE NUMilER / N OF /@ i
,.. -e.. I CAEG 2 3 k + s x / 7,ut h : %. (9.17 S4 CG) ( w/,s ois4) j 7,172 A = *T 3. tf .:6 h 1' :29'h CM15 # 4 )7 2.,2 h : h's(7 s y^ -d1.7h k~1 -.ot45) h >ap y h.- 71, f kt
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CA Lculali on ; Y F.'. i fCY..N ( ) $ c. ( R Ch ! 50 fG-1.4 i 4 6 e 7.. _ k. E. W ft'Y : 140 f TT hegf,y) ) )<; Y nY .( g,,( p '3 60 3-5') S L b, f ( * [ #dd ) (2) ( y) ( C}) (d.esd $f lif 'Uo' e ] 9 '6 c
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- s ONE NUMBER d OF /h
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s ( >ss ) bSE* B G (87 04 PG vb %x= 'T (esg)) + % (20)(9 S u r b 42, (4'[**F' %) sy W~n : bo, xirr $en%y CALCULATION NUMBER Operations 4)-6-0094-o/ ARKANSAS A /#/#/f/ kd53 NUCLEAR PAGE REV. DATE BY CHK'D ONE NUMBER lA_OF /k
. aa:yggy cAlcutgy,om (co w J.) A u otas a ts c oi d i n 6 0 snen O Me'7y on c o n c / d s' ta86 Atinpceccm em-f - 69),94 5 (pc;. g b ) 5. F d VI>f?.=- /, o z s (o ? TK - l'?AX. ??OM6st)7 k S ASW)I YACION l Flokrar e vyos 'p +. = wnm sto>eed rw +G emi $ 5' 8^ '# ' d y( 1/r)*(8./s 4 x.LC x.15~jpgx ) 8 (3 4 ' f) K J / y M-7-9 ' y' e' 9/ 6.5, C K -PT 14 ~ $ $$ 1 + % 95,.7 f f Lou), MOMEx/7 6A',pAciTy' = f 2 ;ts?. 6 x-13 ($4,Q r y 53 % 6 ~), 9 5,p. 4/06 5 y' cA.s G # 2 L = S '? U S/N4
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a s y u p_ - CAlculA 7/en ;(C Onf ) ,/92 i6'- 1 f. s' f' 6 2% 99 =o A 5', f t d(% g. r)" + 4 6 / 6'1') (47 ').4e[ P.- . :,.. g (,, 7 7,. ..c V : '7 9 5 A ) h u siny 20,4 om p n. ll,' (19 6 + V'z.(% 7 x 4 54 & r ></p)- An @d4%) ..% 4 x 77 kI/m.a. # 4 Y 8'i G E//J ( 6 77 ^ (agg; # l) [ fQ./9 ~~~ . A L?o w - s11ea.< = 4 9 hts K (99. 6 h.) 6 'N.sk s 1. o S~ c f. = 652 - u nx. in o m tu r. k i / / / K/ /) M : '799 x1)>< 4 +('Is) (846)(3 'd ( !C$(2 I](z'i-71)
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y;.g., _ cA ? co.Lsri en (co m h.) cMsg #.2 L=24'> Drop locari08 @ wd 5 /
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y,, .e*.. c nic u tA nor) (co n +,) CASG.# 4 L = 2 g ' i Draf locx 76i2 2 M io S>1A u Iv7.x/ x. /v)Giufsu7 / / lot M6D d2 MiD S/Av $ MM S H fnl @ Di1}a. nee. d S~y osu 1~Lt e %Le oC o )+ LL - Th e c I/'l, [ P 6l,'3$) (bP-.v,M6) 83 ' > (tt -Me_) - k l ( $ U'53 = Yz ( ( &J,3 $,) (7 1 7 in&fL,zb) i t (~2 r% 3 r, Q 5 r 43 >Z 7( jo 1' L 2 3 e f_7 p _ / U 9 ')?, t /474 /474 syrg ,~ -3 , % 0. l - 1 3,8 7 p 6 / 7 0 0 : t:- 33 8 7 + h f.23 51f.> '4 (,1s) (61800) jo -- 'L C.1 L. x, P - ST & > 9 K 19 s 4 A 7 3 >< [CsH E.# 1 \\ (f4 m) (14 Aw. i kew) e'. 5' kW /n dASE
- I 0
C O>dra) Li JVi :N: US ' 9 X L T _- 3 75 9 4c F T 9 4 !VJ : 3 y s q g f y (4jg7g,_c"(gjacgn))()(y,14a) l- /1/)D/v) 6){JJ~ g C ) f J & ,2't* l /.5 CC7HbvJL' Sb ento,gy CALCULATION NUMBER Operattoris %-6 -oD0/4-o/ ARKANSAS l 3 /8//d/4 / M 3 NUCLEAR PAGE REV. DATE BY CHK'D ONE NUMBER _)1 _ or_].8 _
WQR^ 7 .C,4 (Cu j a,N p n ( C d N S ) .' S vice cMtf al is Govie rn i r _g, c >-J F c k T)+ 6 di D re f v))' i k '3* T//>dk,:/cy = no 1 s t fits ce)L.t Fo < ' cese -# I o >< Ly, s /, K. E fee A x,,ic. C re e so.n) Vs * : Mk [- fy : A' 6 Axr 3 de k : 93 a )<. C : - 2% KI ' J/u ~i 3 310 0 (2)-f(q} e ~ 2 9 N6:.1/5'00 0 k ir L / .31 500 0 =,243.6 f22 { 7 6c9 p si FC# : WD'[/>JX3 lP.- 0 60 x #D'vg : /(r oo 9s " =.' 60 t \\ /v)AX, SHEAP FOAc6 /1ND SAFEn/ PA&70A1 LJSE $3 & On f/c's tb hax = /j (d&c,I')+ h bY)(+'T4&T %r) M l'hTV6Tl(Nd wp= 152. tG N ' L kusu. co bind cir en eweiry.- ggi, cc, (pn sh) L A VI U 'gstf57y FAc70R. T5s'TT. ,,f) = -==== r $ ent, CALCULATION NUMBER Oper oris '3 tom /4I Th usi Q)- E -00 44-0 ) ARKANSAS O $/8/91 M'eMM NUCI.. EAR PAGE l REY. DATE BY CHK'D ONE NUMBER /7 OF /I
s .sa. 4 cA lculeds' o 8 (_co n-).) max. M aias er AN D S A F s 7 y f r1 c r o n.' t% 2 D$09 p+. Mc5 89. mm t&&.:!.x)9x) q y e, & g n, c' >,)395e'(1f f)
- 4 s-
//05,96 N M ga: ' (F'a 9 d ne>~enl 64Pa cely = 51.4 3. G W Attc>w. x' s A FET tl F14 c 7 0il = 1 u s.i - 3,,p an,s. 9 e '~~ (C) 8 OiuD STREJ f c1's p 7// 6 snr60 As on /9 eh (A=l gag ( hi. 9O \\l :},l(16c. I5) Q v a 4 x s.66 x a.r/ Y/h / V/yf / / / / .x. is - ), cx r. 44.>r 2.c x. ir v': /(s7613 A-lb' 7 (/1 . },5, c7 f 11 2x rrx14 u g.gg,. truse l ,4 L l o u.) BDND S TSGS f : 5"9.2.% / J.1 (F G. Gibb L ~ i SbF6Ty Mc.rost : 1 C +.-,y og 4:1,0 $ en, CALCULATION NUMBER Op tons 3 !///0)q ) 7}$ \\dR @ ) G00 0 ~ O ) AllKANSAS i O '3)C)9) 70 Kf5h NUCEEAnt PAGE }} NUMBER _8 OF /7 I REV.' DATE BY CilK'D ONE
s3 l CONCLUDION: Drop evaluation la pertormed in this calculation for all the four cases addrescud on page 3. Cano #1 in found to be the most critical caco for the 17 Ton cask drop. Drop evaluat ion nummarica for the 17 Ton handling cack (28" diamotor) at olevation 404 (0/or the U-1 Control Room) are listed below: CO!3DITION-A - A drop evaluation for 2.5" travel height with no hexagonal honeycomb. CONDITION-B - A drop ovaluation for 9" travel height with 3" of hexagonal honeycomb. CONDITIO!1-A CONDITION-B Shear Capacity 691.36 kips 691.86 kipa = 1.022 = 4.51 = Shear Computed 677.0 kips 153.26 kips Moment Capacity 5328 kip-ft 5328 kip-ft 5.8 = 1.3 = = Moment Computed 4106.5 kip-ft 966.0 kip-ft Bond Stress Capacity 543.20 poi 543.20 pai = 2.94 = 12.06 = Dond Streno Computed 184.7 psi 45.0 poi Development Length Provided (Ref. # 5) 33 in. 33 in. 1.10 ,1.10 = = Development Length 30 in. 30 in. Required (Ref. # 5) - The maximum alli.wable travel for 17 Ton cask drop, 2'-4" Dia., witu no hexagonal honeycomb = 2.5". - The minimum thickness of a 260 poi hexagonal honeycomb required for the 17 Ton cask drop of 9 inchen travel = 3". - Spalling is designed not to occur because the analysin of the above casos that the slab stays in clastic range. i cal.CULATION NUMilER dBb,nio, ions operat N 6)). (-00 4 0 - 0 J ARKANSAS S ///a/9/ 72) KW NUCLEAR PAGE jq jy REY. DATE ltY CilK'D ONE NUMllER .or _}}